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GENERAL STRUCTURAL NOTES (CONT'D. F. STRUCTURAL STEEL H. STRUCTURAL STEEL BOLTS, ANCHORS, HEADED STUDS (CONT'D.) ). SPECIAL INSPECTION (CONT'D.) ). SPECIAL INSPECTION (CONT'D.) y W 1. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING STANDARDS AND 6. ALL CONNECTIONS INVOLVING WOOD MEMBERS, INCLUDING THOSE WITH THREADED ROD, 6. TYPES OF WORK TO BE INSPECTED BY THE SPECIAL INSPECTOR ARE AS FOLLOWS: 6.1. STEEL CONSTRUCTION AND WELDING PER GBG SECTION 1105.2. T o MATERIAL PROPERTIES U.N.O: THREADED STUDS, FOUNDATION ANCHOR BOLTS, THRU-BOLTS, ETC., SHALL USE ASTM ` x N �? CD rn A301 MATERIAL U.N.O. ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE 6.1. EPDXY ANCHORS IN CONCRETE - INSPECTION OF EPDXY ANCHORS IN CONCRETE STEEL CONSTRUCTION SPECIAL INSPECTIONS � 0 SHAPE: STANDARD: Fy: INSTALLED WITH STEEL WASHERS AT FACE OF WOOD, SHALL BE PERIODIC, U.N.O. INSTALLATIONS SHALL BE PERFORMED BY QUALIFIEDINSPECTION OF HIGH-STRENGTH BOLTING x ~ PERSONNEL TRAINED (BY MANUFACTURER) TO INSTALL ADHESIVE ANCHORS AND THEY o ~ ti ROLLED WIDE FLANGE SECTIONS ASTM A9e2 50 KSI 1. HEADED STEEL STUDS AND AUTOMATIC IUELDED DOWELS SHOWN ON PLANS OR DETAILS SHALL FOLLOW THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII). AT INSPECTION TASKS PRIOR TO BOLTING CONTINUOUS PERIODIC ",� o a' OTHER STANDARD STEEL SHAPES ASTM A36 36 KSI SHALL BE BY NELSON STUD WELDING, INC., PER ICC ESR-2856 AND ICC ESR-2907, THE TIME OF INSTALLATION, THE CONCRETE SHALL HAVE ACHIEVED A MINIMUM AGE OF MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR _ w Q n � CD E AND ROLLED SECTIONS RESPECTIVELY. STUDS SHALL HAVE FLUXED ENDS AND BE AUTOMATICALLY 28 DAYS, BE DRY, AND BE BETWEEN 50 DEGREES F AND 104 DEGREES F. THE HOLES FASTENER MATERIALS X v co BARS AND PLATES ASTM A36 3(o KSI END-WELDED WITH SUITABLE EQUIPMENT (NO FILLET WELDING OF STUDS PERMITTED SHALL BE DRILLED WITH A HAMMER DRILL TO THE DIMENSIONS LISTED IN THE MPII AND FASTENERS MARKED IN ACCORDANCE WITH ASTM M o OR U.N.O.) AT SPACINGS INDICATED ON THE PLANS OR DETAILS. WELDING OF STUDS SHALL SHALL BE GLEANED USING THE BLOW-BRUSH-BLOW TECHNIQUE REQUIRED IN THE MPII. REQUIREMENTS - X X o ASTM A512,GRADE 50 (WHERE NOTED) 50 KSI CONFORM TO THE REQUIREMENTS OF AWS DLI AND AWS C5.4. HEADED STUDS AND WHERE ANCHORS ARE INSTALLED INTO LIGHTWEIGHT CONCRETE, IT IS ASSUMED THAT v PIPES ASTM A53,GRADE B 35 KSI AUTOMATIC WELDED DOWELS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED THE CONCRETE IS CLASSIFIED AS ALL-LIGHTWEIGHT CONCRETE AS DEFINED IN AGI 318. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL a E ti HSS (RECT.) ASTM A500,GRADE C OR ASTM A1085 50 KSI PROVIDED THEY ARE OF EQUIVALENT CAPACITY FOR THE INTENDED APPLICATION AND ANY ADHESIVE ANCHORS INSTALLED HORIZONTALLY (EXCEPT FOR ANCHORS IN A (GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE - X oc m N EXCLUDED FROM SHEAR PLANE) o rn HSS (ROUND) ASTM A500,GRADE C OR ASTM A1065 4(o KSI HAVE CURRENT ICC APPROVAL, SLAB-ON-GRADE) OR UPWARDLY INCLINED SHALL BE INSTALLED BY PERSONNEL WITH co . . THE ACI/CRS( ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM, OR EQUIVALENT PROPER BOLTING PROCEDURE SELECTED FOR JOINT _ X CD co 2. ASTM A6 HOT-ROLLED SHAPES WITH FLANGE THICKNESS EXCEEDING 2" SHALL BE B. WHERE A SPECIFIC EXPANSION ANCHOR, SCREW ANCHOR, OR EPDXY PRODUCT IS AND SHALL BE INSTALLED WITH CONTINUOUS SPECIAL INSPECTION. DETAIL SUPPLIED WITH CHARPY V-NOTCH TESTING IN ACCORDANCE WITH ASTM A6, SPECIFIED ON PLANS OR DETAILS, ONLY THE SPECIFIED PRODUCT SHALL BE USED AND CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE SUPPLEMENTARY REQUIREMENT 530. IMPACT TESTS SHALL MEET A MINIMUM AVERAGE NO SUBSTITUTIONS ARE ALLOWED. WHERE AN EXPANSION ANCHOR, SCREW ANCHOR, OR 6.2. EPDXY ANCHORS IN MASONRY - EPDXY ANCHORS IN MASONRY SHALL BE INSTALLED FAYING SURFACE CONDITION AND HOLE PREPARATION, IF - X TOUGHNESS OF 20 FT-LB AT +10 °F. SPLICES, WELD ACCESS HOLES, COMPATIBLE EPDXY PRODUCT IS SPECIFIED ON PLANS OR DETAILS BUT A SPECIFIC PRODUCT IS WITH PERIODIC SPECIAL INSPECTION. INSTALLATIONS SHALL BE PERFORMED BY SPECIFIED, MEET APPLICABLE REQUIREMENTS WELDING PROCEDURES, WELDING PREHEAT REQUIREMENTS, AND THERMAL CUT SURFACE NOT STATED, ANY OF THE RESPECTIVE PRODUCTS LISTED BELOW ARE ACCEPTABLE. QUALIFIED PERSONNEL TRAINED (BY MANUFACTURER) TO INSTALL ADHESIVE ANCHORS PRE-INSTALLATION VERIFICATION TESTING BY PREPARATION AND INSPECTION SHALL BE MADE IN ACCORDANCE WITH SECTIONS J1.5, THE USE OF PRODUCTS NOT INCLUDED BELOW IS NOT ALLOWED. ALL PRODUCTS SHALL AND THEY SHALL FOLLOW THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED - X J1.6, J2.6, AND M2.2 OF AISC 360. WELD TABS AND BACKING AT SPLICES SHALL BE BE INSTALLED WITH SPECIAL INSPECTION. (MPII). FOR FASTENER ASSEMBLIES AND METHODS USED REMOVED AND THE SURFACES GROUND SMOOTH. 8.1. EXPANSION ANCHORS IN CONCRETE SHALL BE HILTI KWIK BOLT TZ (IGC E5R-1911), 6.3. SCREW ANCHORS AND EXPANSION ANCHORS IN CONCRETE OR MASONRY - SCREW PROPER STORAGE PROVIDED FOR BOLTS,NUTS, WASHERS - X Store: 3. ALL STRUCTURAL AND MISC. STEEL SHALL BE FABRICATED AND ERECTED IN 5IMP50N STRONG-BOLT 2 (ICC E5R-3037), OR DEWALT POWER-STUD+ 5D2 (ICC ANCHORS AND EXPANSION ANCHORS SHALL BE INSTALLED WITH PERIODIC SPECIAL AND OTHER FASTENER COMPONENTS KETTLEMAN & L. SACRAMENTO ACCORDANCE WITH AISC 303 AND SHALL BE COMPLETED BY AN "APPROVED STEEL E5R-2502)U.N.O. EXPANSION ANCHORS IN MASONRY SHALL BE SIMPSON STRONG-BOLT INSPECTION. INSTALLATIONS SHALL BE PERFORMED BY QUALIFIED PERSONNEL INSPECTION TASKS DURING BOLTING CONTINUOUS PERIODIC FABRICATOR." SHOP DRAWINGS AND ERECTION DRAWINGS SHALL INCLUDE ALL ITEMS 2 (IAPMO ER-0240), HILTI KWIK BOLT 3 (ICC ESR-1385) OR DEWALT POWER-STUD+ SDI TRAINED (BY MANUFACTURER) TO INSTALL SCREW/EXPANSION ANCHORS AND THEY FASTENERS ASSEMBLIES, OF SUITABLE CONDITION, PLACED AS REQUIRED BY AISC 360, SECTION MI. (ICC ESR-2966). EXPANSION ANCHORS SHALL BE INSTALLED WITH SPECIAL SHALL FOLLOW THE MANUFACTURER'SLODI PRINTED INSTALLATION INSTRUCTIONS (MPII). IN ALL HOLES AND WASHERS (IF REQUIRED)ARE - X , CA 95242 4. SHEAR CONNECTORS (SUCH AS HEADED STEEL STUDS, STEEL BARS, OR STEEL LUGS), INSPECTION. 6.4. CONCRETE CONSTRUCTION PER GBC SECTION 1105.3 POSITIONED AS REQUIRED Restaurant #RC576 AND TABLE 1105.3. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO REINFORCING BARS, DEFORMED ANCHORS, OR THREADED STUDS SHALL NOT BE 82, SCREW ANCHORS SHALL BE DEWALT SCREW-BOLT+ PER IGC E5R-4042 FOR MASONRY EXCEPTION: SPECIAL INSPECTIONS SHALL NOT BE REQ'D.FOR: - X ATTACHED TO THE TOP FLANGES OF BEAMS, JOISTS, OR BEAM ATTACHMENTS SO THAT AND ICC E5R-3889 FOR CONCRETE, 5IMP50N TITEN HD PER ICC E5R-1056 FOR L ISOLATED SPREAD OR CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF THE PRETENSIONING OPERATION P4E-HV-M SCHEME A THEY PROJECT VERTICALLY FROM OR HORIZONTALLY ACROSS THE TOP FLANGE OF THE MASONRY AND ICC E5R-2113 FOR CONCRETE, HILTI KWIK HUS-EZ PER ICC ESR-3056 BUILDINGS (3) STORIES OR LESS IN HEIGHT WHOSE STRUCTURAL DESIGN IS BASED ON FASTENER COMPONENT NOT TURNED BY THE WRENCH - X MEMBER UNTIL AFTER THE METAL DECKING, OR OTHER WALKING/WORKING SURFACE, HAS FOR MASONRY AND ICC E5R-3021 FOR CONCRETE. SCREW ANCHORS SHALL BE A 28 DAY DESIGN COMPRESSIVE STRENGTH, f'c, OF NO GREATER THAN 2500 PSI. PREVENTED FROM ROTATING Professional of Record: NAME BEEN INSTALLED. INSTALLED WITH SPECIAL INSPECTION. 2. POST-TENSIONED SLABS ON GRADE WHERE EFFECTIVE PRESTRESS IN THE FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE CONCRETE IS LESS THAN 150 PSI. RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY - X 5. SEE CONCRETE SECTION OF G.S.N.FOR GROUTING REQUIREMENTS BENEATH COLUMN 8.3. EPDXY ANCHORS IN CONCRETE (ALL-THREAD, REBAR, ETC.) SHALL USE HILTI HIT-RE FROM THE MOST RIGID POINT TOWARD THE FREE EDGES BASES AND BEARING PLATES. 500 V3 (IGC E5R-3814), SIMPSON 5ET-3G (ICC ESR-4051), OR DEWALT PURE 110+ (ICC 6.5. CONCRETE CONSTRUCTION PER CBC SECTION 1105.3 AND TABLE 1105.3. INSPECTION TASKS AFTER BOLTING CONTINUOUS PERIODIC E5R-3298)U.N.O. ALL EPDXY ANCHORS IN MASONRY (ALL-THREAD, REBAR, ETC.) EXCEPTION: SPECIAL INSPECTIONS SHALL NOT BE REQ'D.FOR: FAR G. STRUCTURAL STEEL WELDING SHALL USE SIMPSON SET-XP (IAPMO ER-0265), HILTI PIT-HY 270 (ICC ESR-4143)OR 1. ISOLATED SPREAD OR CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED X - DEWALT AC100+ GOLD (ICC E5R-3200) U.N.O. EPDXY ANCHORS SHALL BE INSTALLED BUILDINGS (3) STORIES OR LESS IN HEIGHT WHOSE STRUCTURAL DESIGN IS BASED ON CONNECTIONS DESIGN 1. ALL WELDING OF STRUCTURAL STEEL SHALL CONFORM TO AISC 360, SECTION J2 AND WITH SPECIAL INSPECTION. A 28 DAY DESIGN COMPRESSIVE STRENGTH, f'c, OF NO GREATER THAN 2500 PSI. FOLLOW THE PREQUALIFIED JOINT DETAILS INCLUDED THEREIN. WELDING OF JOINTS 2. POST-TENSIONED SLABS ON GRADE WHERE EFFECTIVE PRESTRESS IN THE 6.8. WOOD CONSTRUCTION PER CBG 1105.5. INSPECTIONS SHALL BE PERIODIC. THAT INCLUDE REINFORCING STEEL SHALL CONFORM TO AWS D1.4. I. STEEL DECK CONCRETE IS LESS THAN 150 PSI. A r c h i t e c t u r a 6.e. INSTALLATION OF SSTB AND SB ANCHOR BOLTS AS REQ'D. PER ICC REPORT. Solutions Group 2. WELDING SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES AND 1. STEEL DECK SHALL BE MANUFACTURED BY EITHER VERCO MANUFACTURING, GO., PER CONCRETE CONSTRUCTION SPECIAL INSPECTIONS INSPECTIONS SHALL BE PERIODIC. HAVING CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS. IAPMO ER-2018 OR ASG STEEL DECK PER IAPMO ER-0329 OR ER-0161. STEEL DECK VERIFICATION AND INSPECTION CONTINUOUS PERIODIC 1 101 Central Expressway South CONTRACTOR MAY SHOP WELD OR FIELD WELD AT HIS DISCRETION. ALL BY OTHER MANUFACTURERS MAY BE USED ONLY WITH PRIOR WRITTEN APPROVAL OF 1. CERTIFICATE OF APPROVAL REGARDING MATERIALS AND INSPECTION OF Suite 100 COMPLETE-JOINT-PENETRATION (GJP)WELDS SHALL BE TESTED AND CERTIFIED BY AN THE ENGINEER THROUGH THE ARCHITECT. DECK STEEL SHALL BE GALVANIZED IF FIRE 1. INSPECTION REINFORCING STEEL, INCLUDING _ X PREFABRICATED ITEMS SHALL BE PROVIDED IN ACCORDANCE WITH CBC SECTION 1704. Allen, TX 75013 INDEPENDENT TESTING LABORATORY. PROOFING IS TO BE APPLIED OR IF DECK WILL BE EXPOSED TO WEATHER. OTHERWISE, PRESTRESSING TENDONS, AND PLACEMENT. CONTACT: EVERETT FIELDS DECK STEEL MAY BE EITHER GALVANIZED OR PRIME PAINTED. 2. REINFORCING BAR WELDING: K. SUBMITTALS (469) 619-1164 3. ALL WELDING SHALL USE PREQUALIFIED MATCHING FILLER METALS PER AWS DLI, TABLE A. VERIFY WELDABILITY OF REINFORCING BARS EFIELDS@PMDGINC.COM 3.1, WITH A MIN. TENSILE STRENGTH OF 10 KSI U.N.O. WELDS BETWEEN REINFORCING BARS 2. STEEL DECK TYPE,GAGE, ATTACHMENT TO SUPPORTING MEMBERS, AND SIDE SEAM OTHER THAN ASTM A106 - X 1. SHOP DRAWINGS OR REPORTS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE SHALL USE PREQUALIFIED MATCHING FILLER METALS PER AWS DIA, TABLE 5.1, WITH A CONNECTIONS SHALL BE AS NOTED ON PLAN. FLOOR DECKS SHALL BE COMPOSITE STRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION OR CONSTRUCTION (AS MIN. TENSILE STRENGTH OF 90 KSI U.N.O. (MIN. TENSILE STRENGTHS FOR FILLER METALS DECK U.N.O. DECK SHALL BE ERECTED IN ACCORDANCE WITH MFR.'S B. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM _ X APPLICABLE)U.N.O. USED IN WELDS BETWEEN REINFORCING BARS AND STRUCTURAL STEEL MAY BE 70 KSI), RECOMMENDATIONS. 5/16" C. I INSPECT ALL OTHER WELDS X - CONCRETE CYLINDER TESTS 4. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDING PROCEDURE 3, DECK WITH CONCRETE TOPPING SHALL BE CONTINUOUS OVER 3 OR MORE SPANS U.N.O. 3• INSPECT ANCHORS CAST IN CONCRETE _ X CONCRETE MODULUS OF ELASTICITY DATA SPECIFICATION (WPS)AS REQUIRED IN AWS DI.1. THE WPS VARIABLES SHALL BE WITHIN (EXCEPTION: CONDITIONS ALLOWING FOR ONLY 2 CONTINUOUS SPANS OR LESS ARE 4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONTRACTOR SUBMITTAL DOCUMENTS (WELDING)PER AISC 341, PART I, APPENDIX Q �Ca\NSR THE PARAMETERS ESTABLISHED BY THE FILLER METAL MANUFACTURER. THE WPS ACCEPTABLE ONLY IF DECK IS SHORED UNTIL CONCRETE HAS REACHED DESIGN REINFORCING STEEL �L CONCRETE MEMBERS. d' SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEW PRIOR TO STRENGTH). DECK WITHOUT CONCRETE TOPPING SHALL BE CONTINUOUS OVER 2 OR STRUCTURAL STEEL U A� O c FABRICATION AND ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE MORE SPANS U.N.O. BEARING LENGTH AT SUPPORTS SHALL BE 3" MIN. FOR DECK 3" A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY cn Z � ' j c TO ALL WELDERS AND THE SPECIAL INSPECTOR. DEEP OR MORE AND 2" MIN.FOR ALL OTHER DECK END LAPS AT SUPPORTS SHALL BE OR UPWARDLY INCLINED ORIENTATIONS TO RESIST X - 2. CONTRACTOR SHALL REVIEW AND STAMP SHOP DRAWINGS PRIOR TO SUBMITTING. w �J N U N 2" MIN. (EXCEPTION: WHERE HEADED SHEAR STUDS ARE TO BE WELDED TO SUSTAINED TENSION LOADS. CONTRACTOR'S REVIEW SHALL CHECK FOR COMPLETENESS/COMPLIANCE WITH O O Q z p cli iv 5. WELD LENGTHS CALLED OUT ON PLANS OR DETAILS ARE MINIMUM NET EFFECTIVE SUPPORTING BEAM, BUTT DECK ENDS TOGETHER OVER SUPPORT IN LIEU OF END B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS _ X CONTRACT DOCUMENTS. _ , CM LENGTHS U.N.O. LAPPING TO ALLOW FOR SHEAR STUD WELDING THROUGH DECK). NOT DEFINED IN 4.A. ~ CO 5. VERIFYING USE OF REQUIRED DESIGN MIX. 3, SHOP DRAWINGS ARE REVIEWED BY ENGINEER ONLY FOR GENERAL COMPLIANCE WITH �,(S/ 6. ALL MISC.FILLET WELDS NOT NOTED, INCLUDING THOSE FOR STIFFENERS,MISC. PLATES, 4. ALL DECK WELDING SHALL COMPLY WITH AWS D1.3. USE E60 OR E10 SERIES - X THE STRUCTURAL DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE J3El ETC., SHALL BE PER AISC 6. PRIOR TO CONCRETE PLACEMENT,FABRICATE 360, TABLE J2.4. ELECTRODES (MIN. ROD DIA. = 1/8"J. ALL ARC SPOT (PUDDLE) WELDS SHALL HAVE AN CONTRACTOR SHOP DRAWINGS DO NOT SUPERSEDE OR REPLACE THE CONTRACT EFFECTIVE FUSION AREA NOT LESS THAN 1/2" IN DIA. OR 3/8" x P. ANY ARC SEAM SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP X _ DRAWINGS OR SPECIFICATIONS. CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM T WELDS SHALL BE SEQUENCED TO MINIMIZE RESIDUAL STRESS DUE TO WELD SHRINKAGE. WELDS SHALL HAVE A FUSION AREA NOT LESS THAN 3/8" x 1 1/2". WELDS IN AREAS AND AIR CONTENT TESTS, AND DETERMINE THE CONTRACT DRAWINGS AND/OR SPECIFICATIONS WILL NOT BE ACCEPTED VIA SHOP EXPOSED TO WEATHER SHALL BE DE-SLAGGED, CLEANED, AND PAINTED WITH A ZINC TEMPERATURE OF THE CONCRETE. DRAWING REVIEW. ALL SUCH MODIFICATIONS SHALL BE SUBMITTED SEPARATELY FOR H. STRUCTURAL STEEL BOLTS, ANCHORS, HEADED STUDS RICH PRIMER, I. INSPECTION OF CONCRETE AND SHOTCRETE X _ ENGINEER'S REVIEW. PLACEMENT FOR PROPER APPLICATION TECHNIQUES. 1. STRUCTURAL STEEL BOLTS, ANCHORS, ETC., SHALL CONFORM TO THE FOLLOWING 5, HILTI FASTENERS SHALL BE X-HSN (E5R-2191)FOR BASE STEEL FROM 1/8" UP TO AND 6. VERIFY MAINTENANCE OF SPECIFIED CURING 4. PREFABRICATED COMPONENTS, SPECIALTY ITEMS, OR DESIGN-BUILD ELEMENTS NOTED Prototype : P4E-HV 2020 -2.0 RELEASE STANDARDS AND MATERIAL PROPERTIES UN.O: INCLUDING 3/8" AND X-ENP-19 L15 (ESR-2116)FOR BASE STEEL FROM 1/4" OR THICKER, TEMPERATURE AND TECHNIQUES. - X ON THE STRUCTURAL DRAWINGS, BUT WHICH REQUIRE THE MFR OR SUPPLIER TO ACTUAL BASE STEEL THICKNESS SHALL BE VERIFIED ON-SITE PRIOR TO PURCHASING 9 INSPECTION OF PRESTRESSED CONCRETE: PROVIDE THE DESIGN, SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ARCHITECT Prototype Issue Date: 7.14.2020 COMPONENT: STANDARD: Fy: OR INSTALLING FASTENERS. CONTRACTOR SHALL HAVE EXPERIENCE INSTALLING THESE AND/OR ENGINEER FOR REVIEW AS A DEFERRED SUBMITTAL. DEFERRED SUBMITTALS FASTENERS OR CONTRACTOR SHALL ARRANGE FOR TRAINING FROM MANUFACTURER A. APPLICATION OF PRESTRESSING FORCES. X - REQ'D. BY THE STRUCTURAL ENGINEER OF RECORD SHALL INCLUDE, BUT NOT BE Design Bulletin Updates: -- BOLTS ASTM F3125,GRADE A325 --- PRIOR TO THE FASTENER INSTALLATION AT NO ADDITIONAL COST. B. GROUTING OF BONDED PRESTRESSING TENDONS IN LIMITED TO, THE FOLLOWING: OR GRADE A490 WHERE NOTED --- THE SEISMIC-FORCE-RESISTING SYSTEM. X Date Issued: Bulletin Number: NUTS ASTM A563 --- 6. STEEL DECK SUPPLIER SHALL PROVIDE ALL NECESSARY ACCESSORIES SUCH AS CONCRETE MIX DESIGNS WASHERS ASTM F436 --- RIDGE AND VALLEY PLATES, SADDLES, COVER PLATES,MUD STOPS NOT SPECIFICALLY 10 INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. - X STEEL JOISTS AND JOIST GIRDERS ANCHOR RODS ASTM F1554,GRADE 36 36 KSI NOTED ON PLANS, ETC., TO MAKE THE JOB COMPLETE. 11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR SUPPORT/ANCHORAGE OF MECH., ELECT., AND PLUMBING EQUIPMENT AND COMPONENTS OR GRADE 55 WHERE NOTED 55 KSI TO STRESSING OF TENDONS IN POST-TENSIONED X 1ST BLDG. SUBMITTAL OR GRADE 105 WHERE NOTED 105 KSI T CONCENTRATED LOADS (Le., CEILING AND SOFFIT FRAMING,MECH. EQUIPMENT, PLUMBING, CONCRETE AND PRIOR TO REMOVAL OF SHORES AND 5. DEFERRED SUBMITTALS SHALL INCLUDE CALCULATIONS AND DRAWINGS PREPARED AND (GRADE 55 RODS SHALL ETC.) SHALL NOT BE SUSPENDED FROM STEEL DECK. IT IS ACCEPTABLE TO SUPPORT FORMS FROM BEAMS AND STRUCTURAL SLABS. STAMPED BY AN APPROPRIATELY LICENSED ENGINEER (SPECIALTY ENGINEER) COMPLY WITH WELDABILITY TYPICAL LAY-IN CEILINGS FROM THE STEEL DECK. CONTRACTOR SHALL PROVIDE 12. INSPECTION OF FORM WORK FOR SHAPE, LOCATION, SHOWING LOCATION AND MAGNITUDE OF LOADS, CONFIGURATION AND SIZE OF MEMBERS, SUPPLEMENT 51) ENGINEERED FRAMING SYSTEM TO DISTRIBUTE CONCENTRATED LOADS TO STEEL JOISTS AND DIMENSION OF THE CONCRETE MEMBER BEING - X AND COMPATIBILITY OF SUBMITTAL ITEM WITH THE PRIMARY STRUCTURAL SYSTEM. WASHERS (AT ANCHOR RODS) ASTM A36 36 KSI OR BEAMS. FORMED, OR ASTM F844 (USS STANDARD) --- 6. THE PURPOSE OF THE STRUCTURAL ENGINEER'S REVIEW OF DEFERRED SUBMITTALS (F844 WASHERS PERMITTED ONLY 8, PIPING AND ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN CONCRETE OVER 6.(o. STEEL CONSTRUCTION AND WELDING PER CBC SECTION 1105.2 AND TABLE 1105.2.3. SHALL BE LIMITED TO DETERMINING THAT THE DRAWINGS AND CALCULATIONS HAVE FOR 3/4" DIA, RODS AT 1 1/16" MAX. STEEL DECK. BEEN PROPERLY SEALED, THAT THE LOAD CRITERIA IS IN GENERAL CONFORMANCE DIA. PUNCHED HOLES IN BASE PLATE WITH THE CONTRACT DOCUMENTS AND WITH THE REFERENCED BUILDING CODE, THAT WHERE NO WELD REQ'D BETWEEN ). SPECIAL INSPECTION CONNECTIONS TO THE PRIMARY STRUCTURE ARE COMPATIBLE WITH THE PRIMARY WASHER AND BASE PLATE) DESIGN, AND THAT THE PRIMARY STRUCTURE IS CAPABLE OF SUPPORTING THE IMPOSED 1. IN ADDITION TO STANDARD INSPECTIONS BY THE BUILDING OFFICIAL REQUIRED PER LOADS. REVISIONS: 2. ALL BOLTS SHALL BE INSTALLED AS SNUG-TIGHTENED JOINTS WITH THREADS CBC SECTION 110, THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO 12.22.2020 1st Building Submittal EXCLUDED FROM SHEAR PLANE (TYPE "X" CONNECTION) U.N.O. HIGH-STRENGTH BOLT SHALL PROVIDE INSPECTIONS DURING CONSTRUCTION FOR THE TYPES OF WORK LISTED 1. THE STRUCTURAL ENGINEER WILL RELY UPON THE SPECIALTY ENGINEER'S SEAL AS 1 ASSEMBLIES SHALL BE IN ACCORDANCE WITH THE RCSC "SPECIFICATION FOR IN THIS SECTION, CERTIFICATION THAT THE ITEMS DESIGNED BY THE SPECIALTY ENGINEER COMPLY WITH STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS" AND SHALL BE SNUG TIGHTENED THE CRITERIA SET FORTH IN THE CONTRACT DOCUMENTS AND APPLICABLE CODES AND 2 USING ANY AISC APPROVED METHOD U.N.O. ALL BOLTS IN SLOTTED OR OVERSIZED 2. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE STANDARDS. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE 3 HOLES AND ALL HIGH-STRENGTH BOLTS SHALL BE INSTALLED WITH HARDENED COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL,FOR INSPECTION OF THE ADEQUACY OF DESIGNS PROVIDED BY OTHERS. 4 WASHERS. PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. 8. FOR ALL SUBMITTALS, ANY CORRECTIONS NOTED WILL BE MARKED ON ONE (1)COPY 5 3. BOLTED CONNECTIONS INCLUDED IN THE SEISMIC LOAD RESISTING SYSTEM (SLRS) 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE SPECIAL INSPECTOR SET ONLY AND RETURNED. ADDITIONAL COPIES OF ANY SUBMITTAL WILL BE RETURNED 6 SHALL MEET THE REQUIREMENTS FOR GLASS "A" SLIP-CRITICAL FAYING SURFACES IN AT LEAST 24 HOURS NOTICE PRIOR TO PERFORMING ANY WORK REQUIRING SPECIAL UNMARKED. CONTRACTOR SHALL BE RESPONSIBLE FOR REPRODUCING ENGINEER'S 7 ACCORDANCE WITH AISC 360, SECTION J3.8 (EXCEPTION: FAYING SURFACES OF WELDED INSPECTION. CORRECTIONS ON ADDITIONAL COPIES REQ'D. ONE COPY SET MAY BE RETAINED FOR JOINTS WHOSE PARTS ARE JOINED INITIALLY BY ERECTION BOLTS NEED ONLY BE THE ENGINEER'S RECORDS. ALLOW FIVE (5) TO TEN (10)WORKING DAYS FOR THE 8 PREPARED SUCH THAT THEY ARE FREE FROM DIRT, BURRS, AND OTHER DEFECTS THAT 4. THE SPECIAL INSPECTOR SHALL INSPECT THE WORK ASSIGNED FOR CONFORMANCE WITH ENGINEER'S REVIEW. WOULD PREVENT SOLID FIT-UP OF THE PARTS TO BE JOINED). BOLTS SHALL BE THE APPROVED CONTRACT DRAWINGS AND SPEG'S. THE SPECIAL INSPECTOR SHALL INSTALLED IN STANDARD HOLES U.N.O. AND PRETENSIONED PER ANY AISC APPROVED FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE ENGINEER OF RECORD, 9. REFER TO APPLICABLE G.SN. SECTIONS FOR FURTHER REQUIREMENTS SPECIFIC TO METHOD, AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE INDIVIDUAL SUBMITTALS. IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, Sheet Title: GENERAL 4. THE STEEL DETAILER SHALL COORDINATE ALL FIELD-INSTALLED ERECTION BOLTS AT TO THE ENGINEER AND THE BUILDING OFFICIAL. THE SPECIAL INSPECTOR SHALL SUBMIT STEEL JOIST BEARING LOCATIONS WITH THE STEEL JOIST SUPPLIER. A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION STRUCTURAL NOTES WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE 5. ALL ANCHOR RODS AT STEEL COLUMN BASE PLATES SHALL BE RODS WITH THREADS APPROVED PLANS AND SPEC'S AND THE APPLICABLE CODE PROVISIONS. (CONT'D) BOTH ENDS WITH HEAVY HEX NUT FULLY THREADED ONTO EMBEDDED END. TACK WELD NUT TO ROD OR SPOIL THREADS TO PREVENT NUT FROM BACKING OFF, ANCHOR RODS 5, INSPECTORS SHALL INSPECT FROM AN APPROVED SET OF CONTRACT DRAWINGS. SHOP Date: 12.07.2020 SHALL NOT BE REPAIRED, REPLACED OR FIELD-MODIFIED WITHOUT WRITTEN APPROVAL DRAWINGS SHALL NOT BE USED IN LIEU OF THE APPROVED CONTRACT DRAWINGS FOR FROM THE ENGINEER OF RECORD, INSPECTION PURPOSES. Project Number: 202175 Drawn By: TA/CAD E 0 O U O CD N N r � N Sheet Number: y o 10RIGHT m •E ti engineers N SCO . 2 � J N Q O H N c N O o� U �